JP5106338B2 - Box girder edge reinforcement method - Google Patents

Box girder edge reinforcement method Download PDF

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JP5106338B2
JP5106338B2 JP2008252070A JP2008252070A JP5106338B2 JP 5106338 B2 JP5106338 B2 JP 5106338B2 JP 2008252070 A JP2008252070 A JP 2008252070A JP 2008252070 A JP2008252070 A JP 2008252070A JP 5106338 B2 JP5106338 B2 JP 5106338B2
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girder
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box girder
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JP2010084349A (en
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圭一 竹田
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IHI Infrastructure Systems Co Ltd
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Description

本発明は、箱桁橋における桁端に切欠き部を有する各箱桁の桁端部に生じている損傷を改修して補強するための箱桁端部の補強工法に関するものである。   The present invention relates to a method for reinforcing a box girder end for repairing and reinforcing damage occurring at a girder end of each box girder having a notch at a girder end in a box girder bridge.

鋼橋の形式の１つに、多主Ｉ桁橋があり、この種の多主Ｉ桁橋の一例としては、たとえば、首都高速道路等の都市部の高架橋で用いられている図８（イ）（ロ）（ハ）及び図９に示す如き３主Ｉ桁橋がある。   One type of steel bridge is a multi-main I-girder bridge. As an example of this type of multi-main I-girder bridge, for example, FIG. There are three main I girder bridges as shown in FIG.

これは、橋幅方向の両側に立設した一対の脚柱２と、橋幅方向に延びてその両端部を上記各脚柱２にそれぞれ一体に取り付けた横梁３とからなる門型の鋼製橋脚１を備えている。   This is made of a gate-shaped steel made up of a pair of pedestals 2 standing on both sides in the bridge width direction, and cross beams 3 extending in the bridge width direction and integrally attached to the respective pedestals 2 at both ends thereof. A pier 1 is provided.

更に、図８（イ）（ロ）（ハ）、図９に一例が示してあるように、Ｉ桁からなる３本の主桁４，５，６を、橋幅方向に所要間隔で平行に配置して、該各主桁４，５，６のうち、橋幅方向両端部の各主桁（以下、外主桁と云う）４，６の桁端はフルウェブとすると共に、橋幅方向中央部の主桁（以下、中主桁と云う）５の桁端には下部側に切欠き部７を設ける。且つ上記中主桁５における上記切欠き部７の上側の桁端より所要寸法離れた桁端縁部所要個所の両側面と、その両側に位置する上記各外主桁４，６の桁端より所要寸法離れた桁端縁部所要個所の上部内側面とを、橋幅方向に延びる横桁（以下、端横桁と云う）８ａ，８ｂを介しそれぞれ一体に接続した構成として、上記中主桁５の切欠き部７が設けてある桁端と、上記各端横桁８ａ，８ｂの橋幅方向の外側端部寄り位置とを、上記鋼製橋脚１の横梁３の各橋軸方向面の下部に突設した桁受けブラケット９ａ，９ｂ，９ｃの上側に、支承（シュー）１０を介して支持させた構成としてある。   Furthermore, as shown in FIGS. 8 (a), (b), (c) and FIG. 9, the three main girders 4, 5, 6 made up of I digits are parallel to each other at a required interval in the bridge width direction. The main girder 4, 5, 6 of each main girder (hereinafter referred to as the outer main girder) 4, 6 at both ends in the bridge width direction is a full web, and the bridge width direction A notch 7 is provided on the lower side at the end of a central main girder (hereinafter referred to as a middle main girder) 5. In the middle main girder 5, both side surfaces of a required part of the girder edge that is away from the upper girder end of the notch 7 and girder ends of the outer main girder 4 and 6 located on both sides thereof The above-mentioned middle main girder has a structure in which the upper inner surface of the required part of the girder edge that is separated from the required dimension is integrally connected to each other via cross beams (hereinafter referred to as end cross beams) 8a and 8b extending in the bridge width direction. 5 at the notch portion 7 and the positions near the outer end portions in the bridge width direction of the end cross girders 8a and 8b on the bridge axial direction surface of the cross beam 3 of the steel pier 1 The support brackets 9a, 9b, and 9c projecting from the lower portion are supported on the upper side of the support brackets (shoe) 10 via a support (shoe) 10.

かかる構成としてあるＩ桁橋によれば、上記鋼製橋脚１の横梁３に、上記各主桁４，５，６を、該横梁３の上下寸法内で受けさせることができるため、上記横梁３の上下端部の高さ位置と、上記各主桁４，５，６の上下端部の高さ位置を揃えることができて、建築限界等により桁高制限を受ける場合に有利な構成とすることができるようにしてある。なお、図８（イ）（ロ）（ハ）及び図９では図示する便宜上、上記鋼製橋脚１の横梁３及び各主桁４，５，６の上側に設ける床版の記載を省略してある。（以後の図も同様。）
ところで、近年、上記図８（イ）（ロ）（ハ）及び図９に示した如き構成を有するＩ桁橋では、老朽化に伴い、各支承１０の機能の劣化や、支承周りの損傷が指摘されてきている。 According to the I girder bridge having such a configuration, the main beam 4, 5, 6 can be received by the horizontal beam 3 of the steel pier 1 within the vertical dimension of the horizontal beam 3. The height positions of the upper and lower ends of the main girder and the height positions of the upper and lower ends of the main girders 4, 5 and 6 can be aligned. I can do it. 8 (a), (b), (c) and FIG. 9, for convenience of illustration, the description of the floor slabs provided on the upper side of the cross beam 3 and the main girders 4, 5, 6 of the steel pier 1 is omitted. is there. (The same applies to the following figures.)
By the way, in recent years, in the I girder bridge having the structure as shown in FIGS. 8 (A), (B) and (C) and FIG. 9, the function of each support 10 is deteriorated and the surroundings of the support are damaged due to aging. It has been pointed out.

そのために、上記各支承１０の取り替えによる機能回復と、支承周りの補強を行うことができる改修方法として、いわゆる主桁フルウェブ化工事が従来行われている（たとえば、非特許文献１参照）。   Therefore, a so-called main girder full web construction work has been conventionally performed as a repair method capable of performing functional recovery by replacing each of the bearings 10 and reinforcing the surroundings of the bearings (see, for example, Non-Patent Document 1).

上記主桁フルウェブ化工事は、たとえば、図１０（イ）（ロ）乃至図１２（イ）（ロ）（ハ）の手順で行うようにしてある。すなわち、先ず、図１０（イ）（ロ）に示す如く、図８（イ）（ロ）（ハ）及び図９に示したと同様の構成としてあるＩ桁橋における鋼製橋脚１の横梁３の下側に、橋軸方向に各主桁４，５，６の桁端の下方位置まで延びる幅広の増設横梁１１を配置して、その上端部を上記横梁３の下端部に一体に取り付けると共に、該増設横梁１１の橋幅方向の両端部を、両脚柱２にそれぞれ一体に固定する。この際、上記増設横梁１１の各橋軸方向面における上記各主桁４，５，６の真下となる位置には、予め、ジャッキアップ用受け台１２ａ，１２ｂ，１２ｃを、対応する主桁４又は５又は６に沿わせて所要寸法突出させてそれぞれ設けておくようにする。なお、上記中主桁５の下方位置のジャッキアップ用受け台１２ｂは、図１０（ロ）に示すように、該中主桁５の切欠き部７よりも支間中央側のフルウェブとなっている部分の下方位置まで突出させておくようにする。   The main girder full web construction is performed, for example, according to the procedures shown in FIGS. 10 (a) (b) to 12 (a) (b) (c). That is, first, as shown in FIGS. 10 (a) and 10 (b), the cross beam 3 of the steel pier 1 in the I girder bridge having the same configuration as that shown in FIGS. 8 (a), (b) and (c) and FIG. On the lower side, a wide additional horizontal beam 11 extending to the lower position of the girder ends of the main girders 4, 5 and 6 in the bridge axis direction is arranged, and its upper end is integrally attached to the lower end of the horizontal beam 3, Both ends in the bridge width direction of the additional horizontal beam 11 are fixed integrally to the two leg posts 2 respectively. At this time, jack-up cradles 12a, 12b, and 12c are placed in advance at the positions directly below the main girders 4, 5, and 6 on the respective bridge axis direction surfaces of the additional horizontal beams 11, and the corresponding main girders 4 are provided. Alternatively, the required dimensions are projected along 5 or 6, respectively. Note that the jack-up cradle 12b below the middle main girder 5 is a full web at the center side of the span rather than the notch 7 of the middle main girder 5, as shown in FIG. Project to the lower position of the part.

次に、図１１（イ）（ロ）（ハ）に示すように、上記増設横梁１１の各ジャッキアップ用受け台１２ａ，１２ｂ，１２ｃ上に設置したジャッキ１３をそれぞれジャッキアップして、該各ジャッキ１３の上側に上記各主桁４，５，６の下フランジをそれぞれ受けることで、該各主桁４，５，６に作用している荷重を、上記各ジャッキ１３及び各ジャッキアップ用受け台１２ａ，１２ｂ，１２ｃを介して上記増設横梁１１に伝えて支持させるようにする。   Next, as shown in FIGS. 11 (a), (b), and (c), the jacks 13 installed on the jack-up cradles 12a, 12b, and 12c of the additional lateral beam 11 are respectively jacked up, By receiving the lower flanges of the main girders 4, 5 and 6 on the upper side of the jack 13, the loads acting on the main girders 4, 5 and 6 are received by the jacks 13 and the jack up receptacles. It is transmitted to and supported by the additional lateral beam 11 via the bases 12a, 12b, and 12c.

次いで、上記のようにして、各主桁４，５，６に作用している荷重を各ジャッキ１３及び各ジャッキアップ用受け台１２ａ，１２ｂ，１２ｃを介して上記増設横梁１１に受けさせると、上記鋼製橋脚１の横梁３の各橋軸方向面に設けてあった各桁受けブラケット９ａ，９ｂ，９ｃ及びその上側の各支承１０には、上記各主桁４，５，６からの荷重が掛からなくなるため、この状態で、上記横梁３より上記既設の各桁受けブラケット９ａ，９ｂ，９ｃ及び既設の各支承１０を撤去する。   Next, as described above, when the load acting on the main girders 4, 5 and 6 is received by the additional lateral beam 11 via the jacks 13 and the jack-up cradles 12a, 12b and 12c, The girder brackets 9a, 9b, 9c and the upper supports 10 provided on each bridge axial direction surface of the cross beam 3 of the steel pier 1 are loaded with the main girders 4, 5, 6 respectively. In this state, the existing girder brackets 9a, 9b, 9c and the existing supports 10 are removed from the transverse beam 3.

その後、上記中主桁５の切欠き部７の周りに設けてあった下フランジを切除してから、図１２（ロ）に示すように、中主桁５の桁端を受けていた桁受けブラケット９ｂ及び支承１０が撤去された空間にて、上記中主桁５の残存するウェブに、該ウェブの切り欠かれた部分に嵌合可能な所要形状のフルウェブ化補強部材１４をボルト接合して、中主桁５の桁端をフルウェブ化する。更に、該フルウェブ化された中主桁５の桁端における上記増設横梁１１の上方で且つ後述する新規支承１６の上方に配される位置には、支点上補剛材１５をウェブ両側面と下フランジにリブ状に取り付けて補強する。又、同様に、図１２（ハ）に示すように、上記各外主桁４，６の桁端における上記増設横梁１１の上方で且つ後述する新規支承１６の上方に配される位置にも、支点上補剛材１５をウェブ両側面と下フランジにリブ状に取り付けて補強しておく。   After that, the lower flange provided around the notch 7 of the middle main girder 5 is cut out, and then the girder receiving the end of the middle main girder 5 as shown in FIG. In the space where the bracket 9b and the support 10 have been removed, the full web reinforcing member 14 having the required shape that can be fitted into the notched portion of the web is bolted to the remaining web of the middle main beam 5. Then, the end of the middle main beam 5 is made full web. Further, the stiffeners 15 on the fulcrum are connected to both side surfaces of the web at the position of the full web-formed middle main girder 5 above the additional lateral beam 11 and above the new support 16 described later. Reinforce by attaching ribs to the lower flange. Similarly, as shown in FIG. 12 (c), at the positions of the outer main girders 4 and 6 above the additional horizontal beam 11 and above the new support 16 described later, The fulcrum upper stiffener 15 is reinforced by attaching it to both sides of the web and the lower flange in a rib shape.

上記のようにして中主桁５の桁端のフルウェブ化が終了した後は、図１２（イ）（ロ）（ハ）に示すように、上記増設横梁１１における各主桁４，５，６の桁端の下方となる位置に、新規支承１６をそれぞれ設置してから、上記各ジャッキ１３をジャッキダウンすることにより、上記各主桁４，５，６の桁端を、上記各新規支承１６を介して上記増設横梁１１に支持させるようにして、支承の取り替えと支承周りの補強の工事を終了する。   After the full web at the end of the middle main beam 5 is completed as described above, as shown in FIGS. 12 (a), (b), and (c), the main beams 4, 5, After the new bearings 16 are installed at positions below the end of the six girders, the jacks 13 are jacked down so that the main girders 4, 5, 6 are connected to the new girders. The support is replaced and the reinforcement work around the support is completed by supporting the additional lateral beam 11 via 16.

しかる後、上記各ジャッキ１３及びジャッキアップ用受け台１２ａ，１２ｂ，１２ｃをそれぞれ撤去し、更に、必要に応じて、上記既設の各端横桁８ａ，８ｂの移設や取り替え等を行うようにしてある。   Thereafter, the jacks 13 and the jack-up cradles 12a, 12b, 12c are removed, and the existing end cross beams 8a, 8b are moved or replaced as necessary. is there.

ところで、鋼橋の別の形式のものとしては、各主桁として箱桁を用いた箱桁橋があり、かかる箱桁橋においても、桁下空間を広く確保できるようにするために、各箱桁の桁端の下部に切欠き部を設け、該各箱桁の切欠き部を設けた桁端を、図８及び図９に示したＩ桁橋における桁端に切欠き部７を設けた各主桁４，５，６の場合と同様に、鋼製橋脚の横梁の橋軸方向面に設けた桁受けブラケット上に支承を介し載置して支持させることで、該鋼製橋脚の横梁に、上記各箱桁を、横梁の上下寸法内で受けさせることができて、上記各箱桁の上下端部の高さ位置を上記横梁の上下端部の高さ位置と揃えることができるようにした形式のものがある。   By the way, as another type of steel bridge, there is a box girder bridge that uses a box girder as each main girder, and even in such a box girder bridge, in order to ensure a wide space under the girder, A notch is provided at the bottom of the girder end of the girder, and the end of the girder provided with the notch of each box girder is provided with a notch 7 at the end of the I-girder bridge shown in FIGS. As in the case of the main girders 4, 5 and 6, the steel bridge pier cross beam is placed on and supported by a girder bracket provided on the bridge axial direction surface of the cross beam of the steel bridge pier. In addition, each box girder can be received within the vertical dimension of the horizontal beam so that the height position of the upper and lower ends of each box beam can be aligned with the height position of the upper and lower ends of the horizontal beam. There is one of the forms.

下里哲弘，「首都高速道路の若返り作戦」，ＪＳＳＣ会誌，社団法人日本鋼構造協会，２００３年１０月，Ｎｏ.５０，ｐ.１−１０Tetsuhiro Shimozato, “Operation Rejuvenation of Metropolitan Expressway”, JSSC Journal, Japan Steel Structure Association, October 2003, No. 50, p. 1-10

ところが、上記したような箱桁橋においても、老朽化に伴い、各箱桁を支持している支承や、該各箱桁の切欠き部が設けてある桁端付近の支承周りの損傷が指摘されてきている。   However, even in the box girder bridge as described above, with the aging, the support supporting each box girder and the damage around the end of the girder where the notch part of each box girder is provided are pointed out. Has been.

そのために、上記のような箱桁橋における各支承の取り替えによる機能回復と、支承周りの補強を行うための改修手段として、図１０（イ）（ロ）乃至図１２（イ）（ロ）（ハ）に示したＩ桁橋の主桁フルウェブ化工事と同様に、箱桁橋においても切欠き部が設けられている各主桁の桁端のウェブをフルウェブ化すると共に、該フルウェブ化された各箱桁の桁端を、鋼製橋脚の既存の横梁の下側に新たに設ける増設横梁の上側に、新たな支承を介して支持させるようにすることが考えられる。   For this purpose, as a repair means for performing functional recovery by replacing each support in the box girder bridge as described above and reinforcing the surroundings of the support, FIGS. 10 (b) to 12 (b) (b) ( In the same manner as the main girder construction of I-girder bridge shown in c), the web of the girder end of each main girder where notches are provided in the box girder bridge is also made full web. It is conceivable that the end of each box girder is supported on the upper side of the newly installed additional lateral beam below the existing lateral beam of the steel pier via a new support.

しかし、箱桁橋の供用下で上記のような改修工事を行うためには、上記各箱桁の桁端部の強度低下を未然に防止した状態で工事を進める必要があるが、このような箱桁橋の各箱桁の切欠き部を備えてなる桁端を、その強度低下を未然に防止しながら該桁端のウェブをフルウェブ化するための工事を効率よく且つ確実に行うための手順は従来特に提案されていない。   However, in order to perform the repair work as described above under the operation of the box girder bridge, it is necessary to proceed with the work while preventing the strength of the girder ends of each box girder from being lowered. In order to efficiently and reliably carry out the work for making the web of the girder end a full web while preventing the strength reduction of the girder end provided with the notch portion of each box girder of the box girder bridge. The procedure has not been proposed in the past.

そこで、本発明は、各箱桁の桁端の下部に切欠き部を設けてなる形式の箱桁橋にて、上記各箱桁の桁端をフルウェブ化して桁端部を補強する工事を、効率よく且つ上記各箱桁の桁端部の強度低下を未然に防止しながら実施できるようにするための箱桁端部の補強工法を提供しようとするものである。   Accordingly, the present invention is a box girder bridge in which a notch is provided at the lower part of the girder end of each box girder, and the work of reinforcing the girder end by forming a full web of the girder end of each box girder. Therefore, an object of the present invention is to provide a reinforcing method for the box girder end so that it can be carried out efficiently and while preventing the strength of the girder end of each box girder from being lowered.

本発明は、上記課題を解決するために、請求項１に対応して、箱桁の桁端の下部に切欠き部を備えて、該切欠き部の上端縁部に沿わせて設けた荷重伝達用のフランジを、橋脚の横梁の橋軸方向面に突設した桁受けブラケットに支承を介して支持させてなる構成を有する箱桁橋にて、上記箱桁における切欠き部よりも所要寸法支間中央寄り個所のフルウェブ箱断面部分をジャッキアップした後、既設の上記桁受けブラケット及び支承を撤去し、次に、上記箱桁の各ウェブの上端部に、上記ジャッキアップポイントの上方より桁端まで橋軸方向に延びるウェブ補強材を取り付けてから、該箱桁のフルウェブ箱断面部分の桁端部の内側に設けられている割込みフランジを撤去し、次いで、上記箱桁の各ウェブにおける桁端部の下部を切断して撤去し、その後、上記各ウェブの切断部に嵌合して該各ウェブを上記箱桁の桁端までフルウェブ化するためのウェブ部と、該ウェブ部の下端に取り付けた下フランジ部とを備えてなるフルウェブ化補強部材を、上記箱桁の各ウェブの桁端部の下部に一体に取り付けて上記箱桁の桁端部をフルウェブ化し、更に、該箱桁のフルウェブ化された桁端部の下端となる上記フルウェブ化補強部材の下フランジ部を、上記橋脚の横梁の下側に設ける増設横梁に支承を介して支持させるようにする。   In order to solve the above-mentioned problem, the present invention provides a load provided along the upper edge of the notch with a notch at the lower part of the girder end of the box girder. A box girder bridge having a structure in which a transmission flange is supported by a girder bracket projecting on the bridge axial direction surface of the cross beam of the pier via a support. The required dimension is larger than the notch in the box girder. After jacking up the cross section of the full web box near the center of the span, remove the existing girder bracket and support, and then place the girder at the upper end of each web of the box girder from above the jack up point. After attaching a web reinforcement extending in the direction of the bridge axis to the end, the interruption flange provided inside the spar end of the full web box cross section of the box spar is removed, and then in each web of the box spar Cut and remove the lower part of the end of the girder After that, a web part for fitting each web to a cutting part of each web to form a full web up to the end of the box girder and a lower flange part attached to the lower end of the web part are provided. A full-web reinforcing member is integrally attached to the lower part of the girder end of each web of the box girder to form a full web at the girder end of the box girder. The lower flange portion of the full-web reinforcing member, which is the lower end of the bridge, is supported by an additional lateral beam provided below the lateral beam of the pier via a support.

又、上記において、箱桁の各ウェブにおける桁端部の下部を切断して撤去するときに、該箱桁のフルウェブ箱断面部分の桁端寄りの両側にてウェブと下フランジとダイヤフラムにより形成されているコーナ部の下フランジの一部とダイヤフラムの一部を、上記各ウェブにおける桁端部の下部と一緒に切断して撤去するようにし、且つフルウェブ化補強部材のウェブ部と下フランジ部を、上記箱桁のウェブの切断部と切断した下フランジの一部にそれぞれ嵌合可能な形状とすると共に、該フルウェブ化補強部材に、上記箱桁の切断したダイヤフラムの一部に嵌合するダイヤフラム部を備えた構成とし、上記フルウェブ化補強部材のウェブ部と下フランジ部とダイヤフラム部を、上記箱桁のウェブと下フランジとダイヤフラムの対応する個所にそれぞれ添接板を介して高力ボルト接合するようにする。   Also, in the above, when cutting and removing the lower part of the girder end of each web of the box girder, the web, the lower flange, and the diaphragm are formed on both sides near the girder end of the full web box cross section of the box girder. A part of the lower flange of the corner portion and a part of the diaphragm are cut and removed together with the lower part of the spar end of each web, and the web part and the lower flange of the full-web reinforcing member And a part that can be fitted to the cut part of the box girder web and a part of the cut lower flange, and the full web forming reinforcing member is fitted to a part of the diaphragm of the box girder cut. The web portion, the lower flange portion, and the diaphragm portion of the full-web reinforcing member are arranged at the corresponding locations of the box girder web, the lower flange, and the diaphragm. So as to high-strength bolted connection via the respective spliced plate.

本発明の箱桁端部の補強工法によれば、以下のような優れた効果を発揮する。
（１）箱桁の桁端の下部に切欠き部を備えて、該切欠き部の上端縁部に沿わせて設けた荷重伝達用のフランジを、橋脚の横梁の橋軸方向面に突設した桁受けブラケットに支承を介して支持させてなる構成を有する箱桁橋にて、上記箱桁における切欠き部よりも所要寸法支間中央寄り個所のフルウェブ箱断面部分をジャッキアップした後、既設の上記桁受けブラケット及び支承を撤去し、次に、上記箱桁の各ウェブの上端部に、上記ジャッキアップポイントの上方より桁端まで橋軸方向に延びるウェブ補強材を取り付けてから、該箱桁のフルウェブ箱断面部分の桁端部の内側に設けられている割込みフランジを撤去し、次いで、上記箱桁の各ウェブにおける桁端部の下部を切断して撤去し、その後、上記各ウェブの切断部に嵌合して該各ウェブを上記箱桁の桁端までフルウェブ化するためのウェブ部と、該ウェブ部の下端に取り付けた下フランジ部とを備えてなるフルウェブ化補強部材を、上記箱桁の各ウェブの桁端部の下部に一体に取り付けて上記箱桁の桁端部をフルウェブ化し、更に、該箱桁のフルウェブ化された桁端部の下端となる上記フルウェブ化補強部材の下フランジ部を、上記橋脚の横梁の下側に設ける増設横梁に支承を介して支持させるようにしてあるので、箱桁の切り欠き部が設けられている桁端部をフルウェブ化して補強することができると共に、既設の支承を新たな支承に取替えることができる。又、上記箱桁における上記新たな支承に載置して受けさせる個所を、箱桁の桁端の切欠き部の上端縁に沿う荷重伝達用のフランジから、箱桁のフルウェブ化した桁端部の下端となる上記フルウェブ化補強部材の下フランジ部へ変更できるため、既設の支承や支承周りに老朽化や疲労による損傷が生じていても、支承の取り替えによる機能回復と、支承周りの補強を実施できる。
（２）箱桁の切欠き部が設けてある桁端部をフルウェブ化するに当たり、既設の割込みフランジを撤去するときには、予め、箱桁の桁端部における各ウェブの上部にウェブ補強材を取り付けるようにしてあるため、上記割込みフランジの撤去に伴い、箱桁の桁端部の上フランジに強度低下が生じる虞を未然に防止することができて、箱桁橋の供用下にて、上記箱桁の桁端部をフルウェブ化する補強工事を実施することが可能となる。
（３）箱桁の各ウェブにおける桁端部の下部を切断して撤去するときに、該箱桁のフルウェブ箱断面部分の桁端寄りの両側にてウェブと下フランジとダイヤフラムにより形成されているコーナ部の下フランジの一部とダイヤフラムの一部を、上記各ウェブにおける桁端部の下部と一緒に切断して撤去するようにし、且つフルウェブ化補強部材のウェブ部と下フランジ部を、上記箱桁のウェブの切断部と切断した下フランジの一部にそれぞれ嵌合可能な形状とすると共に、該フルウェブ化補強部材に、上記箱桁の切断したダイヤフラムの一部に嵌合するダイヤフラム部を備えた構成とし、上記フルウェブ化補強部材のウェブ部と下フランジ部とダイヤフラム部を、上記箱桁のウェブと下フランジとダイヤフラムの対応する個所にそれぞれ添接板を介して高力ボルト接合するようにすることにより、箱桁の桁端の切欠き部を撤去した後、該箱桁の桁端をフルウェブ化させるためのフルウェブ化補強部材を、上記箱桁の既設のウェブと下フランジとダイヤフラムに容易に一体化させることができる。 According to the reinforcing method of the box girder end of the present invention, the following excellent effects are exhibited.
(1) A notch is provided at the lower part of the girder end of the box girder, and a load transmitting flange provided along the upper edge of the notch protrudes from the bridge axial direction surface of the bridge beam. In the box girder bridge that is supported by the supported girder bracket via the support, jack up the cross section of the full web box near the center of the required dimension support rather than the notch in the box girder, and then install The girder bracket and the support of the box girder are removed, and then a web reinforcement member extending in the bridge axis direction from above the jack-up point is attached to the upper end of each web of the box girder, and then the box girder is attached. The interruption flange provided inside the cross end of the full web box cross section of the spar is removed, and then the lower part of the spar end of each box girder web is cut and removed. The webs are fitted to the cut portions of A full-web reinforcing member comprising a web portion for forming a full web up to the beam end of the box girder and a lower flange portion attached to the lower end of the web portion is used as a beam end portion of each web of the box girder. The lower end of the full-web reinforcing member serving as the lower end of the full-web spar end of the box girder is attached to the lower part of the box girder as a full web. Since it is designed to be supported via a support on the additional horizontal beam provided below the pier's horizontal beam, the end of the girder where the box girder's notch is provided can be reinforced with a full web. Can be replaced with a new support. In addition, the place where the box girder is placed and received by the new support from the flange for load transmission along the upper edge of the notch of the box girder end to the full girder end of the box girder Because it can be changed to the lower flange part of the full-web reinforcement member at the lower end of the part, even if existing bearings and bearings are damaged due to aging or fatigue, functional recovery by replacing the bearings, Reinforcement can be performed.
(2) When removing the existing interrupting flange when making the full end of the end of the girders provided with the notch portions of the box girders, a web reinforcing material is previously placed on the upper part of each web at the end of the girders of the box girders. Because it is designed to be attached, it is possible to prevent the strength of the upper flange of the box girder from being lowered due to the removal of the interrupt flange. It becomes possible to carry out reinforcement work to make the end of the box girder a full web.
(3) When cutting and removing the lower part of the girder end of each web of the box girder, the web, the lower flange, and the diaphragm are formed on both sides near the girder end of the cross section of the full web box of the box girder. A part of the lower flange of the corner part and a part of the diaphragm are cut and removed together with the lower part of the spar end of each web, and the web part and the lower flange part of the full web reinforcing member are removed. And a shape that can be respectively fitted to the cut part of the web of the box girder and a part of the cut lower flange, and the full web forming reinforcing member is fitted to a part of the diaphragm of the box girder cut. It is configured to have a diaphragm portion, and the web portion, the lower flange portion, and the diaphragm portion of the full-web reinforcing member are attached to the corresponding portions of the box girder web, the lower flange, and the diaphragm, respectively. A full-web reinforcing member for forming a full web at the end of the box girder after removing the notch at the end of the box girder The existing web, the lower flange, and the diaphragm can be easily integrated.

以下、本発明を実施するための最良の形態を図面を参照して説明する。   The best mode for carrying out the present invention will be described below with reference to the drawings.

図１乃至図７は本発明の箱桁端部の補強工法の実施の一形態を示すもので、以下のような構成としてある。   FIG. 1 to FIG. 7 show an embodiment of a reinforcing method for box girder ends according to the present invention, which has the following configuration.

ここで、先ず、補強工事対象となる箱桁橋の構造について概説すると、該箱桁橋は、図１に示す如く、上フランジ１８と下フランジ１９と左右のウェブ２０からなる箱断面の左右一対の箱桁１７ａ，１７ｂを備え、該各箱桁１７ａ，１７ｂの桁端の下部に切欠き部２１を設けた構成としてある。２２は上記各箱桁１７ａ，１７ｂの端部に設けた端面板、２３は上記切欠き部２１の上端縁に沿って上記左右のウェブ２０間を繋ぐように設けた荷重伝達用フランジ、２４は上記切欠き部２１の支間中央側の端縁に沿う位置で上記左右の各ウェブ２０及び上下の各フランジ１８，１９を繋ぐダイヤフラム、２５は上記各箱桁１７ａ，１７ｂのフルウェブ箱断面部分の内側にて、上記荷重伝達用フランジ２３に沿う高さ位置で上記ダイヤフラム２４の裏面（支間中央側面）位置より支間中央寄りへ所要寸法入った位置まで配置して左右のウェブ２０間に取り付けた割込みフランジである。   First, an outline of the structure of a box girder bridge to be reinforced will be described. As shown in FIG. 1, the box girder bridge is a pair of left and right boxes having a box section made up of an upper flange 18, a lower flange 19, and left and right webs 20. Box girder 17a, 17b, and a notch 21 is provided at the lower part of the girder end of each box girder 17a, 17b. 22 is an end face plate provided at the end of each box girder 17a, 17b, 23 is a load transmitting flange provided so as to connect the left and right webs 20 along the upper edge of the notch 21, and 24 Diaphragms 25 connecting the left and right webs 20 and the upper and lower flanges 18 and 19 at positions along the edge of the notch 21 on the center side of the span, 25 are cross sections of the full web boxes of the box girders 17a and 17b. On the inner side, an interrupt mounted between the left and right webs 20 is arranged at a height position along the load transmission flange 23 from the back surface (center side surface of the span) of the diaphragm 24 to a position having a required dimension closer to the center of the span. It is a flange.

更に、２６は図示しない鋼製橋脚の横梁の橋軸方向面に突設した桁受けブラケットであり、該各桁受けブラケット２６上に、上記各箱桁１７ａ，１７ｂの切欠き部２１が設けてある桁端を、支承２７を介し載置して支持させるようにしてある。   Further, numeral 26 is a girder bracket projecting from a bridge axial direction surface of a horizontal beam of a steel pier (not shown). On each girder bracket 26, a notch portion 21 of each box girder 17a, 17b is provided. A certain girder end is placed and supported via a support 27.

上記構成としてある箱桁橋に対し本発明の箱桁橋の補強工法を実施する場合は、先ず、図１に二点鎖線で示す如く、上記各箱桁１７ａ，１７ｂの桁端の切欠き部２１よりも支間中央寄りへ所要寸法離れた個所におけるフルウェブ箱断面部分の各ウェブ２０に、上下方向に延びるジャッキアップ用の垂直補剛材２８を、溶接等によりそれぞれ一体に取り付ける。なお、図示してないが、上記垂直補剛材２８は、上記割込みフランジ２５の対応する個所を切欠いて、上記各箱桁１７ａ，１７ｂの各ウェブ２０の内面にも取り付けるようにする。   When the box girder bridge reinforcing method according to the present invention is applied to a box girder bridge having the above-described configuration, first, as shown by a two-dot chain line in FIG. 1, notch portions at the girder ends of the box girder 17a and 17b. A vertical stiffener 28 for jack-up extending in the vertical direction is integrally attached to each web 20 in the cross section of the full web box at a position away from the center of the span by a required dimension rather than 21 by welding or the like. Although not shown, the vertical stiffener 28 is attached to the inner surfaces of the webs 20 of the box girders 17a and 17b by cutting out corresponding portions of the interrupt flange 25.

一方、図示しない鋼製橋脚側では、図２に示すように、既設の横梁（図示せず）の下側に増設横梁２９を一体に設けると共に、該増設横梁２９の橋軸方向面の所要個所に、上記各箱桁１７ａ，１７ｂの各ウェブ２０に取り付けた各垂直補剛材２８の下方位置まで突出する仮設ジャッキアップ用受け台３０を設けて、該各ジャッキアップ用受け台３０上にそれぞれジャッキ３１を設置する。   On the other hand, on the side of the steel pier (not shown), as shown in FIG. 2, an additional lateral beam 29 is integrally provided below the existing lateral beam (not shown), and a required portion of the expanded lateral beam 29 in the bridge axial direction surface is provided. Are provided with temporary jackup cradle 30 that protrudes to a position below each vertical stiffener 28 attached to each web 20 of each box girder 17a, 17b, on each jackup cradle 30. The jack 31 is installed.

次に、上記各ジャッキ３１により上記各箱桁１７ａ，１７ｂをジャッキアップする。これにより、図示しない鋼製橋脚の横梁に既設の上記各桁受けブラケット２６及びその上側の既設の支承２７には上記各箱桁１７ａ，１７ｂの荷重が作用しなくなくなるため、この状態で、図２に二点鎖線で示すように、上記既設の各桁受けブラケット２６及び各支承２７を撤去する。   Next, the box girders 17a and 17b are jacked up by the jacks 31. As a result, the loads of the box girders 17a and 17b do not act on the existing girder bracket 26 and the existing support 27 on the upper side of the girder bracket 26, which are not shown, on the horizontal beam of the steel bridge pier. As indicated by a two-dot chain line in FIG. 2, the existing girder brackets 26 and the supports 27 are removed.

次いで、図３に示す如く、上記各箱桁１７ａ，１７ｂの各ウェブ２０の外側面の上部に、該各箱桁１７ａ，１７ｂの長手方向における上記各ジャッキ３１によるジャッキアップポイントとなっている上記各垂直補剛材２８の取付個所の近傍位置から、桁端近傍位置まで橋軸方向に沿って延びるウェブ補強材３２をそれぞれ取り付ける。これにより、上記各ウェブ２０における上記各ジャッキ３１によるジャッキアップポイントよりも桁端側の部分の上部を、上記各ウェブ補強材３２により補強することで、後述するように上記各箱桁１７ａ，１７ｂの割込みフランジ２５を撤去しても、上記各ウェブ補強材３２で補強された各ウェブ２０の上部の強度によって、上記各箱桁１７ａ，１７ｂにおける上記各ジャッキ３１によるジャッキアップポイントよりも桁端側の部分の上フランジ１８の強度を、箱桁橋を供用するために必要な強度に維持できるようにしてある。   Next, as shown in FIG. 3, the jack up points by the jacks 31 in the longitudinal direction of the box girders 17 a and 17 b are formed on the upper portions of the webs 20 of the box girders 17 a and 17 b. A web reinforcement member 32 extending along the bridge axis direction from the position near the attachment point of each vertical stiffener 28 to the position near the beam end is attached. As a result, the box girder 17a, 17b, as will be described later, is reinforced by the web reinforcing material 32 at the upper part of the girder end side of the web 20 from the jack-up point by the jack 31. Even if the interruption flange 25 is removed, due to the strength of the upper part of each web 20 reinforced by each web reinforcing member 32, the side of the girder is farther than the jack-up point by each jack 31 in each box girder 17a, 17b. The strength of the upper flange 18 of this portion can be maintained at a strength necessary for operating the box girder bridge.

よって、上記のようにして各箱桁１７ａ，１７ｂの各ウェブ２０の所定個所に上記各ウェブ補強材３２を取り付けて補強した後は、図４に示す如く、上記各箱桁１７ａ，１７ｂのフルウェブ箱断面部分の内側に設けてある割込みフランジ２５をそれぞれ撤去する。   Therefore, after the web reinforcing members 32 are attached and reinforced at predetermined positions of the webs 20 of the box girders 17a and 17b as described above, the full width of the box girders 17a and 17b is obtained as shown in FIG. Each of the interrupt flanges 25 provided inside the cross section of the web box is removed.

その後、図５に示す如く、上記各箱桁１７ａ，１７ｂの各ウェブ２０の桁端寄りの下部を、該各箱桁１７ａ，１７ｂのフルウェブ箱断面部分における桁端側端部の下端部で且つ幅方向片側端部のコーナ部３３を形成しているウェブ２０の所要個所と、下フランジ１９の一部と、ダイヤフラム２４の一部と一緒に切断して撤去する。なお、この際、上記各箱桁１７ａ，１７ｂの桁端に設けてある切欠き部２１の周辺のウェブ２０に疲労による損傷が生じている場合は、該損傷部分を一緒に切断して撤去するようにすればよい。   After that, as shown in FIG. 5, the lower portion of each box girder 17a, 17b near the end of each web 20 is at the lower end of the end portion of the side end of the full web box of each box girder 17a, 17b. In addition, the required portion of the web 20 forming the corner portion 33 at one end portion in the width direction, a part of the lower flange 19 and a part of the diaphragm 24 are cut and removed. At this time, if the web 20 around the notch 21 provided at the end of each box girder 17a, 17b is damaged due to fatigue, the damaged part is cut and removed together. What should I do?

上記のようにして上記各箱桁１７ａ，１７ｂの各ウェブ２０の桁端寄りの下部を、上記コーナ部３３と一緒に切断して撤去した後は、図６に示す如く、上記各箱桁１７ａ，１７ｂの各ウェブ２０を切断した部分に嵌合し且つ該各箱桁１７ａ，１７ｂの各ウェブ２０を桁端までフルウェブ化するために足りない部分を補う所要形状としてあるウェブ部３４ａと、上記各箱桁１７ａ，１７ｂの下フランジ１９の切断した部分に嵌合し且つ該下フランジ１９と一体とすることで下フランジを各箱桁１７ａ，１７ｂの桁端まで延長させるための所要形状の下フランジ部３４ｂと、上記各箱桁１７ａ，１７ｂのダイヤフラム２４の切断した部分に嵌合するダイヤフラム部３４ｃとを具備した構成として予め製作したフルウェブ化補強部材３４を、図６に二点鎖線で示すように、そのウェブ部３４ａと下フランジ部３４ｂとダイヤフラム部３４ｃが、上記各箱桁１７ａ，１７ｂの各ウェブ２０と下フランジ１９とダイヤフラム２４と面一になるようにそれぞれ配置して、対応するもの同士を、添接板３５を介して高力ボルト接合して一体物とする。これにより、上記各箱桁１７ａ，１７ｂの桁端は、そのウェブ２０に一体に接合された上記フルウェブ化補強部材３４のウェブ部３４ａによりフルウェブ化されると共に、当初設けられていた切欠き部２１の周りの損傷部が切断して除去されることで補強が行われる。又、上記フルウェブ化された桁端の下端部には、各箱桁１７ａ，１７ｂの下フランジ１９に一体に接合された上記フルウェブ化補強部材３４の下フランジ部３４ｂによる下フランジが設けられた構成となる。   After the lower portions of the webs 20 of the box girders 17a and 17b near the end of the girders are cut and removed together with the corner portion 33 as described above, the box girders 17a are removed as shown in FIG. , 17b, a web portion 34a having a required shape for fitting the web 20 of each box girder 17a, 17b into a full web up to the end of the girder to make up the missing portion. The required shape for extending the lower flange to the end of each box girder 17a, 17b by fitting into the cut portion of the lower flange 19 of each box girder 17a, 17b and integrating with the lower flange 19 is provided. FIG. 6 shows a full-web reinforcing member 34 manufactured in advance as a configuration including a lower flange portion 34b and a diaphragm portion 34c fitted to the cut portion of the diaphragm 24 of each box girder 17a, 17b. As indicated by the dotted line, the web portion 34a, the lower flange portion 34b, and the diaphragm portion 34c are arranged so as to be flush with the web 20, the lower flange 19 and the diaphragm 24 of the box girders 17a and 17b, respectively. Corresponding parts are joined to each other by high-strength bolts via the attachment plate 35. As a result, the end of each box girder 17a, 17b is formed into a full web by the web portion 34a of the full web reinforcing member 34 integrally joined to the web 20, and the notch provided at the beginning is provided. Reinforcement is performed by cutting and removing the damaged portion around the portion 21. Further, a lower flange is provided at a lower end portion of the full web-formed beam end by a lower flange portion 34b of the full-web reinforcing member 34 integrally joined to the lower flange 19 of each box beam 17a, 17b. It becomes the composition.

しかる後、図７に示す如く、上記増設横梁２９上にて上記各箱桁１７ａ，１７ｂの桁端部に接合されたフルウェブ化補強部材３４の下フランジ部３４ｂによってそれぞれ形成された該各箱桁１７ａ，１７ｂの桁端部の下フランジの下方となる位置に、新たな支承３６を設置した後、上記各ジャッキ３１をジャッキダウンして、上記各箱桁１７ａ，１７ｂの桁端部を、上記新たに設けた各支承３６の上側に載置する。これにより、上記各箱桁１７ａ，１７ｂの荷重を、上記各支承３６を介して上記増設横梁２９に伝えて支持させるようにする。   Thereafter, as shown in FIG. 7, each box formed by the lower flange portion 34b of the full web reinforcing member 34 joined to the end of each box girder 17a, 17b on the additional lateral beam 29. After installing a new support 36 at a position below the lower flange of the end portions of the girders 17a and 17b, the jacks 31 are jacked down, and the end portions of the box girders 17a and 17b are It is placed on the upper side of each of the newly provided supports 36. As a result, the load of each box girder 17a, 17b is transmitted to and supported by the additional lateral beam 29 via each support 36.

上記のようにして桁端部がフルウェブ化されて補強された各箱桁１７ａ，１７ｂが、新たな支承３６を介して増設横梁に支持された後は、図７に二点鎖線で示してある上記各ジャッキ３１及び仮設ジャッキアップ用受け台３０を撤去する。又、図示してないが、上記各箱桁１７ａ，１７ｂの各ウェブ２０の外側面の上部に取り付けてあった上記各ウェブ補強材３２も撤去するようにすればよい。   After each box girder 17a, 17b reinforced by making the full end of the girder as described above is supported by the additional horizontal beam via the new support 36, it is shown by a two-dot chain line in FIG. Each of the jacks 31 and the temporary jack-up cradle 30 are removed. Further, although not shown, the web reinforcing members 32 attached to the upper portions of the outer surfaces of the webs 20 of the box girders 17a and 17b may be removed.

このように、本発明の箱桁端部の補強工法によれば、各箱桁１７ａ，１７ｂの当初切り欠き部２１が設けられている桁端部をフルウェブ化して補強することができると共に、既設の支承２７を新たな支承３６に取替えることができる。又、該各支承３６に載置して受けさせる個所を、各箱桁１７ａ，１７ｂの桁端の切欠き部２１の上端縁に沿って設けてあった荷重伝達用フランジから、該各箱桁１７ａ，１７ｂのフルウェブ化した桁端部の下フランジへ変更できるため、既設の各支承２７や支承周りに老朽化や疲労による損傷が生じていても、各支承３６の取り替えによる機能回復と、支承周りの補強を実施できる。   Thus, according to the reinforcing method of the box girder end portion of the present invention, the girder end portion where the initial notch portion 21 of each box girder 17a, 17b can be formed into a full web can be reinforced. The existing bearing 27 can be replaced with a new bearing 36. Further, each box girder is received from the load transmitting flange provided along the upper edge of the notch 21 of the girder end of each box girder 17a, 17b. 17a and 17b can be changed to the lower flange of the full-web girder end, so even if the existing bearings 27 and bearings are damaged due to aging or fatigue, functional recovery by replacing each bearing 36, Reinforcement around the bearing can be implemented.

更に、上記各箱桁１７ａ，１７ｂの当初切欠き部２１が設けてある桁端部をフルウェブ化するに当たり、既設の割込みフランジ２５を撤去するときには、予め、各箱桁１７ａ，１７ｂの桁端部における各ウェブ２０の上部にウェブ補強材３２をそれぞれ取り付けることで、上記各箱桁１７ａ，１７ｂの桁端部の上フランジ１８に強度低下が生じる虞を未然に防止するようにしてあるため、箱桁橋の供用下にて、上記各箱桁１７ａ，１７ｂの桁端部をフルウェブ化する補強工事を実施することができる。   Furthermore, when the existing interrupt flange 25 is removed when the end portion of the box girder 17a, 17b provided with the initial notch portion 21 is made into a full web, the end of the box girder 17a, 17b is previously removed. By attaching the web reinforcing member 32 to the upper part of each web 20 in the section, it is possible to prevent the strength from being lowered at the upper flange 18 of the end of each box girder 17a, 17b. Under the service of the box girder bridge, it is possible to carry out a reinforcement work to make the end portions of the box girders 17a and 17b into full webs.

なお、本発明は上記実施の形態のみに限定されるものではなく、本発明の箱桁端部の補強工法は、桁端の下部に切欠き部２１を備えた箱桁１７ａ，１７ｂを主桁として用いている形式の箱桁橋であれば、道路の高架橋以外のいかなる箱桁橋の箱桁端部の補強工事に適用してもよい。   Note that the present invention is not limited to the above embodiment, and the reinforcing method for the box girder end of the present invention is that the box girder 17a, 17b having a notch 21 at the lower part of the girder end is used as the main girder. If it is a box girder bridge of the type used as the above, it may be applied to the reinforcement work of the box girder end of any box girder bridge other than the viaduct of the road.

その他本発明の要旨を逸脱しない範囲内で種々変更を加え得ることは勿論である。   Of course, various modifications can be made without departing from the scope of the present invention.

本発明の箱桁端部の補強工法の実施の一形態の手順を示すもので、箱桁橋の各箱桁のウェブの所要個所にジャッキアップ用の垂直補剛材を取り付けた状態を示す概略斜視図である。The procedure of one embodiment of the reinforcing method of the box girder end portion of the present invention is shown, and the outline showing the state where the vertical stiffener for jack-up is attached to the required part of the web of each box girder of the box girder bridge It is a perspective view. 図１の補強工法の図１に続く手順を示すもので、増設横梁の仮設ジャッキアップ用受け台上のジャッキにより各箱桁をジャッキアップした状態を示す概略斜視図である。FIG. 2 is a schematic perspective view showing a procedure following FIG. 1 of the reinforcing method of FIG. 1 and showing a state in which each box girder is jacked up by a jack on a temporary jack-up cradle of an additional horizontal beam. 図１の補強工法における図２に続く手順を示すもので、各箱桁のウェブにウェブ補強材を取り付けた状態を示す概略斜視図である。The procedure following FIG. 2 in the reinforcement construction method of FIG. 1 is shown, and it is a schematic perspective view which shows the state which attached the web reinforcement to the web of each box girder. 図１の補強工法における図３に続く手順を示すもので、各箱桁の割込みフランジを撤去する状態を示す一部切断概略斜視図である。FIG. 4 is a partially cut schematic perspective view showing a procedure following FIG. 3 in the reinforcing method of FIG. 1 and showing a state in which an interrupt flange of each box girder is removed. 図１の補強工法における図４に続く手順を示すもので、各箱桁の桁端部のウェブを切断して撤去する状態を示す概略側面図である。The procedure following FIG. 4 in the reinforcement construction method of FIG. 1 is shown, It is a schematic side view which shows the state which cut | disconnects and removes the web of the girder edge part of each box girder. 図１の補強工法における図５に続く手順を示すもので、各箱桁の桁端部にフルウェブ化補強部材を取り付ける状態を示す概略斜視図である。The procedure following FIG. 5 in the reinforcement construction method of FIG. 1 is shown, and is a schematic perspective view showing a state in which a full-web reinforcing member is attached to the end portion of each box girder. 図１の補強工法における図６に続く手順を示すもので、各箱桁のフルウェブ化して補強した桁端部を、増設横梁の上に支承を介し支持させた状態を示す概略斜視図である。FIG. 7 is a schematic perspective view showing a procedure following FIG. 6 in the reinforcing method of FIG. 1, and showing a state in which a girder end portion reinforced by forming a full web of each box girder is supported on an additional horizontal beam via a support. . 多主Ｉ桁橋の一例として、従来首都高速道路等で用いられている３主Ｉ桁橋の概略を示すもので、（イ）は平面図、（ロ）は（イ）のＡ−Ａ方向矢視図、（ハ）は（イ）のＢ−Ｂ方向矢視図である。As an example of a multi-main I girder bridge, an outline of a three main I girder bridge conventionally used on the Metropolitan Expressway, etc. is shown. (A) is a plan view and (B) is a direction of AA in (A). An arrow view and (c) are BB direction arrow views of (a). 図８の３主Ｉ桁橋における主桁の支持構造部分を拡大して示す斜視図である。It is a perspective view which expands and shows the support structure part of the main girder in 3 main I girder bridges of FIG. 従来行われている主桁フルウェブ化工事にて鋼製橋脚の横梁の下方に増設横梁を設けた状態を示すもので、（イ）は概略平面図、（ロ）は（イ）のＣ−Ｃ方向矢視図である。This figure shows a state where an additional horizontal beam is installed under the horizontal beam of the steel pier in the main girder full web construction that has been carried out in the past. (A) is a schematic plan view, (b) is a C- It is a C direction arrow directional view. 主桁フルウェブ化工事にて各主桁をジャッキアップした状態を示すもので、（イ）は概略平面図、（ロ）は（イ）のＤ−Ｄ方向矢視図、（ハ）は（イ）のＥ−Ｅ方向矢視図である。This figure shows the state where each main girder is jacked up in the main girder full web construction. (A) is a schematic plan view, (b) is a view in the DD direction of (a), (c) is ( It is an EE direction arrow directional view of a). 主桁フルウェブ化工事にて中主桁をフルウェブ化した後、新規支承の上側に各主桁を載置した状態を示すもので、（イ）は概略平面図、（ロ）は（イ）のＦ−Ｆ方向矢視図、（ハ）は（イ）のＧ−Ｇ方向矢視図である。This figure shows the state where each main girder is placed on the upper side of the new bearing after the main main girder is converted into a full web in the main girder full web construction. (B) is a schematic plan view, (b) is (b) ) Is an FF direction arrow view, and (C) is an GG direction arrow view of (A).

符号の説明Explanation of symbols

１ 鋼製橋脚（橋脚）
３ 横梁
１１ 増設横梁
１７ａ，１７ｂ 箱桁
２１ 切欠き部
２３ 荷重伝達用フランジ
２４ ダイヤフラム
２５ 割込みフランジ
２６ 桁受けブラケット
２７ 支承
３２ ウェブ補強材
３４ フルウェブ化補強部材
３４ａ ウェブ部
３４ｂ 下フランジ部
３４ｃ ダイヤフラム部
３５ 添接板
３６ 支承 1 Steel pier (pier)
3 Cross Beam 11 Additional Cross Beam 17a, 17b Box Girder 21 Notch 23 Load Transmitting Flange 24 Diaphragm 25 Interrupt Flange 26 Girder Bracket 27 Support 32 Web Reinforcement Material 34 Full Web Reinforcement Member 34a Web Portion 34b Lower Flange Portion 34c Diaphragm Portion 35 Connecting plate 36 Bearing

Claims (2)

箱桁の桁端の下部に切欠き部を備えて、該切欠き部の上端縁部に沿わせて設けた荷重伝達用のフランジを、橋脚の横梁の橋軸方向面に突設した桁受けブラケットに支承を介して支持させてなる構成を有する箱桁橋にて、上記箱桁における切欠き部よりも所要寸法支間中央寄り個所のフルウェブ箱断面部分をジャッキアップした後、既設の上記桁受けブラケット及び支承を撤去し、次に、上記箱桁の各ウェブの上端部に、上記ジャッキアップポイントの上方より桁端まで橋軸方向に延びるウェブ補強材を取り付けてから、該箱桁のフルウェブ箱断面部分の桁端部の内側に設けられている割込みフランジを撤去し、次いで、上記箱桁の各ウェブにおける桁端部の下部を切断して撤去し、その後、上記各ウェブの切断部に嵌合して該各ウェブを上記箱桁の桁端までフルウェブ化するためのウェブ部と、該ウェブ部の下端に取り付けた下フランジ部とを備えてなるフルウェブ化補強部材を、上記箱桁の各ウェブの桁端部の下部に一体に取り付けて上記箱桁の桁端部をフルウェブ化し、更に、該箱桁のフルウェブ化された桁端部の下端となる上記フルウェブ化補強部材の下フランジ部を、上記橋脚の横梁の下側に設ける増設横梁に支承を介して支持させるようにすることを特徴とする箱桁端部の補強工法。   Girder support provided with a notch at the lower part of the girder end of the box girder, and a load transmitting flange provided along the upper edge of the notch projecting from the bridge axial direction surface of the bridge pier In a box girder bridge that is supported by a bracket via a support, jack up the cross section of the full web box closer to the center of the required dimension than the notch in the box girder, and then the existing girder The support bracket and the support are removed, and then a web reinforcement member extending in the direction of the bridge axis from the upper side of the jack up point to the end of the girder is attached to the upper end of each web of the box girder. The interruption flange provided inside the cross section of the web box cross section is removed, and then the lower part of the cross section of each web of the box girder is cut and removed. And each web is A full-web reinforcing member comprising a web portion for forming a full web up to the end of the spar and a lower flange portion attached to the lower end of the web portion is provided at the bottom of the spar end portion of each web of the box girder. And the bottom end of the full-web reinforcing member serving as the lower end of the full-web crossover of the box girder is connected to the bottom end of the pier. A reinforcing method for the end of a box girder characterized in that it is supported by an additional horizontal beam provided under the horizontal beam via a support. 箱桁の各ウェブにおける桁端部の下部を切断して撤去するときに、該箱桁のフルウェブ箱断面部分の桁端寄りの両側にてウェブと下フランジとダイヤフラムにより形成されているコーナ部の下フランジの一部とダイヤフラムの一部を、上記各ウェブにおける桁端部の下部と一緒に切断して撤去するようにし、且つフルウェブ化補強部材のウェブ部と下フランジ部を、上記箱桁のウェブの切断部と切断した下フランジの一部にそれぞれ嵌合可能な形状とすると共に、該フルウェブ化補強部材に、上記箱桁の切断したダイヤフラムの一部に嵌合するダイヤフラム部を備えた構成とし、上記フルウェブ化補強部材のウェブ部と下フランジ部とダイヤフラム部を、上記箱桁のウェブと下フランジとダイヤフラムの対応する個所にそれぞれ添接板を介して高力ボルト接合するようにする請求項１記載の箱桁端部の補強工法。   Corner portions formed by webs, lower flanges, and diaphragms on both sides near the end of the cross section of the full web box of the box girder when the lower part of the end of the girder of each box girder is cut and removed A part of the lower flange and a part of the diaphragm are cut and removed together with the lower part of the spar end of each web, and the web part and the lower flange part of the full-web reinforcing member are removed from the box. A shape that can be fitted to each of the cut portion of the web of the girder and a part of the cut lower flange, and a diaphragm portion that fits to a part of the cut diaphragm of the box girder is formed in the full web reinforcing member. The web portion, the lower flange portion, and the diaphragm portion of the full web reinforcing member are respectively connected to corresponding portions of the box girder web, the lower flange, and the diaphragm via attachment plates. Retrofit of the box girder ends of claim 1, wherein so as to high-strength bolted connection.
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